2025 12 19 Stormwater Report Rev 1

- - Velocity - - - Flow Length Tt - - - 0.0 Current Adjusted (CA) 13.6 Future Projected (FP) 12.7

Time of Concentration Calculations Project #: 24-170 Pre-Development Project: The Estate Post-Development County: Essex Drainage Area: DA-2 Sheet Flow Segment 1 Segment 2 Segment 3 Surface Description (Table 3-1) Grass, Dense Grasses Manning's Roughness Coeff., n (Table 3-1) 0.24 - - Flow Length, L (total ≤ 100 ft) 83 Two-Year 24-Hour Rainfall, P2 (CA) 3.47 3.47 3.47 Two-Year 24-Hour Rainfall, P2 (FP) 4.09 4.09 4.09 Land Slope, s (ft/ft) 0.02 Tt (CA) 11.8 - - 11.8 Tt (FP) 10.9 - - 10.9 Shallow Concentrated Flow Segment 1 Segment 2 Segment 3 Surface Description Flow Length, L Watercourse Slope, s (ft/ft) Average Velocity - - - Tt - - - 0.0 Channel Flow Segment 1 Segment 2 Segment 3 Cross Sectional Flow Area, a Wetted Perimeter, Pw Hydraulic Radius, r - - - Channel Slope, s (ft/ft) Manning's Roughness Description Manning's Roughness - - - Velocity - - - Flow Length Tt - - - 0.0 Current Adjusted (CA) 11.8 Future Projected (FP) 10.9

Time of Concentration Calculations Project #: 24-170 Pre-Development Project: The Estate Post-Development County: Essex Drainage Area: DA-1 Sheet Flow Segment 1 Segment 2 Segment 3 Surface Description (Table 3-1) Grass, Dense Grasses Grass, Dense Grasses Manning's Roughness Coeff., n (Table 3-1) 0.24 0.24 - Flow Length, L (total ≤ 100 ft) 20 80 Two-Year 24-Hour Rainfall, P2 (CA) 3.47 3.47 3.47 Two-Year 24-Hour Rainfall, P2 (FP) 4.09 4.09 4.09 Land Slope, s (ft/ft) 0.025 0.05 Tt (CA) 3.5 7.9 - 11.4 Tt (FP) 3.2 7.3 - 10.5 Shallow Concentrated Flow Segment 1 Segment 2 Segment 3 Surface Description Unpaved paved Flow Length, L 70 159 Watercourse Slope, s (ft/ft) 0.05 0.05 Average Velocity 3.6 4.6 - Tt 0.3 0.6 - 0.9 Channel Flow Segment 1 Segment 2 Segment 3 Cross Sectional Flow Area, a 4.909 4.909 7.069 Wetted Perimeter, Pw 7.854 7.854 9.425 Hydraulic Radius, r 0.63 0.63 0.75 Channel Slope, s (ft/ft) 0.04 0.04 0.02 Manning's Roughness Description HDPE Pipe HDPE Pipe HDPE Pipe Manning's Roughness

0.04 0.04 0.02 Manning's Roughness Description HDPE Pipe HDPE Pipe HDPE Pipe Manning's Roughness 0.01 0.01 0.012 Velocity 21.78 21.78 14.50 Flow Length 24 158 155 Tt 0.02 0.12 0.2 0.3 Current Adjusted (CA) 12.6 Future Projected (FP) 11.7

Time of Concentration Calculations Project #: 24-170 Pre-Development Project: The Estate Post-Development County: Essex Drainage Area: DA-2 Sheet Flow Segment 1 Segment 2 Segment 3 Surface Description (Table 3-1) Grass, Dense Grasses Manning's Roughness Coeff., n (Table 3-1) 0.24 - - Flow Length, L (total ≤ 100 ft) 100 Two-Year 24-Hour Rainfall, P2 (CA) 3.47 3.47 3.47 Two-Year 24-Hour Rainfall, P2 (FP) 4.09 4.09 4.09 Land Slope, s (ft/ft) 0.02 Tt (CA) 13.7 - - 13.7 Tt (FP) 12.6 - - 12.6 Shallow Concentrated Flow Segment 1 Segment 2 Segment 3 Surface Description Flow Length, L Watercourse Slope, s (ft/ft) Average Velocity - - - Tt - - - 0.0 Channel Flow Segment 1 Segment 2 Segment 3 Cross Sectional Flow Area, a Wetted Perimeter, Pw Hydraulic Radius, r - - - Channel Slope, s (ft/ft) Manning's Roughness Description Manning's Roughness - - - Velocity - - - Flow Length Tt - - - 0.0 Current Adjusted (CA) 13.7 Future Projected (FP) 12.6

STORM SEWER COMPUTATIONS RATIONAL METHOD - (Q=CIA) 25 YR. STORM PIPE SEGMENT Pipe Travel Time(min) Pipe/Box Length (FT.) Capacity (FULL) (cfs) Velocity (Design) (fps) I-Rainfall Int. (in./hr) Qp-Peak Runoff (cfs) Qp-Peak Runoff (cfs) Pipe/Box Size (IN.) AxC-Incremental C-Runoff Coef. A-Incremental (Cumulative)

(Cumulative) Tc (MIN.) Slope (%) FROM TO Type "B" #5-2 Type "B" #5-1 0.08 0.99 0.08 6.0 5.80 0.46 0.46 72 1.0% 15" HDPE 8.42 6.86 0.17 Type "B" #5-1 Type "B" #4-1 0.05 0.99 0.05 6.0 5.80 0.29 0.75 118 1.0% 15" HDPE 8.42 6.86 0.29 Type "B" #4-3 Type "B" #4-2 0.22 0.99 0.22 6.0 5.80 1.26 1.26 62 1.0% 15" HDPE 8.42 6.86 0.15 Type "B" #4-2 Type "B" #4-1 0.34 0.99 0.34 6.0 5.80 1.95 3.22 36 1.0% 15" HDPE 8.42 6.86 0.09 Type "B" #4-1 MH #1-3 0.15 0.99 0.15 6.0 5.80 0.86 4.82 24 1.0% 15" HDPE 8.42 6.86 0.06 Type "B" #3-2 Type "B" #3-1 0.03 0.99 0.03 6.0 5.80 0.17 0.17 24 1.0% 15" HDPE 8.42 6.86 0.06 Type "B" #3-1 Type "B" #2-2 0.03 0.99 0.03 6.0 5.80

.0% 15" HDPE 8.42 6.86 0.06 Type "B" #3-1 Type "B" #2-2 0.03 0.99 0.03 6.0 5.80 0.17 0.34 62 1.0% 15" HDPE 8.42 6.86 0.15 Courtyard Type "B" #2-3 0.42 0.99 0.42 6.0 5.80 2.41 2.41 67 1.0% 15" HDPE 8.42 6.86 0.16 Type "B" #2-3 Type "B" #2-2 0.02 0.99 0.02 6.0 5.80 0.11 2.53 24 1.0% 15" HDPE 8.42 6.86 0.06 Type "B" #2-2 Type "B" #2-1 0.02 0.99 0.02 6.0 5.80 0.11 2.99 18 1.0% 15" HDPE 8.42 6.86 0.04 Type "B" #2-1 Type "B" #1-4 0.18 0.99 0.18 6.0 5.80 1.03 4.02 82 1.0% 15" HDPE 8.42 6.86 0.20 Type "B" #1-6 Type "B" #1-5 0.32 0.99 0.32 6.0 5.80 1.84 1.84 63 1.0% 15" HDPE 8.42 6.86 0.15 Walkways Type "B" #1-5 0.02 0.99 0.02 6.0 5.80 0.11 1.95 82 1.0% 15" HDPE 8.42 6.86 0.20 Type "B" #1-5 Type "B" #1-4 0.13 0.99 0.13 6.0 5.80 0.75 2.70 57 1.0% 15" HDPE

0.99 0.13 6.0 5.80 0.75 2.70 57 1.0% 15" HDPE 8.42 6.86 0.14 Type "B" #1-4 MH #1-3 0.34 0.99 0.34 6.0 5.80 1.95 8.67 77 1.5% 15" HDPE 10.31 8.40 0.15 MH #1-3 Type "B" #1-2A 6.0 5.80 0.00 13.49 155 4.0% 15" HDPE 16.84 13.72 0.19 Type "B" #1-2A Type "B" #1-2 0.13 0.99 0.13 6.0 5.80 0.75 14.24 155 4.0% 15" HDPE 16.84 13.72 0.19 Type "B" #1-2 Type "B" #1-1 0.06 0.99 0.06 6.0 5.80 0.34 13.84 96 2.0% 18" HDPE 17.60 9.96 0.16

Ex. Type Double Type "B" #1-1 0.13 0.99 0.13 6.0 5.80 0.75 14.58 59 2.0% 18" HDPE 17.60 9.96 0.10 "B" Inlet Ex. Type Double "B" Ex. MH 1.98 0.99 1.96 6.0 5.80 11.37 25.95 72 1.2% 24" HDPE 26.92 8.57 0.14 Inlet Residence Inn Offsite Ex. MH 5.60 0.99 5.54 6.0 5.80 32.16 58.11 - - - - - - DA Ex. MH Ex. Type "E" 6.0 5.80 0.00 84.06 70 6.0% 30" RCP 109.14 22.23 0.05 Deerfield Drive Ex. Type "E" 1.00 0.99 0.99 6.0 5.80 5.74 89.80 140 6.0% 30" RCP 109.14 22.23 0.10 System The Residence Inn Offsite Drainage Area drains to an existing underground chamber detention basin. The calculated flow shown here does not account for any reductions in flow due to the storage within the detention basin.